7754382 Column Design as Per is 456

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

7.1 COLUMN C1:

1.40 KN/m11.00

2.45

WIND LOAD DIAGRAM

Axial load is taken from load on piles P25/P26, Page 8 of pile layout design documenti)Dead + Live Load Combination:Axial load on the column due to dead load ( 776.82+column wt)) = 808.21 kNAxial load on the column due to live load = 436.98kNDesign Axial load on Column = 1830.66kNUnsupported length of the column (11.00, from top of PB2 to top of column) about X - axis = 11.00 mUnsupported length of the column (11.00, from top of PB2 to top of column) about Y- axis = 11.00 mWidth of column = 300.00 mmDepth of column = 600.00 mm

About X - axis = 10.02About Y - axis = 20.02About X - axis = 15.00About Y - axis = 30.00

Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) =as per cluase25.4 and 39.2 of IS 456:2000 = 76.89kNm

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column (11.00, from top of PB2 to top of column) = 11.00 mEffective length of column = 16.50 mWidth of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50Calculation of Moment about major axis due to Slenderness:

= 415.33k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 415.33 kNmCalculation of Moment about minor axis due to Slenderness:Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 492.22kNm

= 10.17= 4.56

100Asc/bD = 1.802Area of steel Asc = 3243.51Provide 8 No. T25.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T16 on each face.

eccentricity as per 25.4 of IS 456:2000 ec = l/500+D/30eccentricity as per 25.4 of IS 456:2000 ec = l/500+D/30As per 39.2 of IS 456:2000 0.05 times lateral dimensionAs per 39.2 of IS 456:2000 0.05 times lateral dimensionSince the condition in 39.3 of IS 456:2000 is satisfied the column is designed as short column

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

As per Clause 39.7 of IS 456:2000

Max

= (PuD/2000)*{l

ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456

mm 2

mm 2

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T10 lateral ties.Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.ii)Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column = 2.78 mWind load for metre height of wall = 1.58 kN/m

Total wind force acting on column = 17.43 kNInitial Moment due to wind at bottom of column (17.43 * (2.95+11/2)) = 147.29 kNmAxial load on the column due to dead load = 808.21 kNAxial load on the column due to live load = 436.98 kNDesign Axial load on Column = 1494.23kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 66.49 kNm

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column = 12.25 mEffective length of column = 18.38 m

Width of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 30.63Calculation of Moment about major axis due to Slenderness:

= 420.43k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 420.43 kNmCalculation of Moment about minor axis due to Slenderness:Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 597.17kNm

= 8.30= 5.53

100Asc/bD = 2.615Area of steel Asc = 4706.43Provide 6 No. T32.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T16 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T10 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

As per Clause 39.7 of IS 456:2000Max = (P u D/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

7.2 COLUMN C2 & C3:Axial load is taken from load on piles P23/P24, Page 8 of pile layout design documentAs the difference in axial load on columns C2 & C3 is less, Column subjected to maximum load and moment is designed.i) Dead + Live Load Combination:Axial load on the column due to dead load (1110.46+column wt) = 1193.00 kNAxial load on the column due to live load = 499.38 kNDesign Axial load on Column = 2469.21kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 103.71 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column (11.00, can be taken from top of wall W3 /W4) = 11.00 mEffective length of column = 16.50 mWidth of column = 400.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50Calculation of Moment about major axis due to Slenderness:

= 560.20k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 560.20 kNmCalculation of Moment about minor axis due to Slenderness:

Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 663.91 kNm

= 10.29= 4.61

100Asc/bD = 1.839= 4413.60

Provide 8 No. T25Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 240.00Provide 2 - T16 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T8 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 400.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 250 mm C/C.

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

As per Clause 39.7 of IS 456:2000Max = (P u D/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

Area of steel A sc mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

ii) Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column = 5.28 mWind load for metre height of wall = 3.01 kN/mTotal wind force acting on column = 33.07 kNInitial Moment at bottom of column (33.07 * (2.95+11/2)) = 279.48 kNmAxial load on the column due to dead load = 1193.00 kNAxial load on the column due to live load = 499.38 kNDesign Axial load on Column = 2030.86kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 85.30 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column (11.00, can be taken from top of wall W3 /W4 to top of column) = 11.00 mEffective length of column = 16.50 mWidth of column = 400.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50Calculation of Moment about major axis due to Slenderness:

= 460.75k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 460.75 kNmCalculation of Moment about minor axis due to Slenderness:Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 796.12kNm

= 8.46= 5.53

100Asc/bD = 2.616= 6278.96

Provide 10 -T32Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 240.00Provide 2 - T16 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T10 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 400.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mm

Provide T10 Lateral ties at 200 mm C/C.

7.3 COLUMN C4 & C8:

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

As per Clause 39.7 of IS 456:2000Max = (P uD/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

Area of steel A sc mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

vertical loads are directly transfering to pile caps.Column C4/C8 can be designed as a beam for wind loads.Wind load Calculations:Height for which wind is acting = 11.00mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column(1.50/2 + 2.90/2) = 2.20 mWind load for metre height of wall = 1.25kN/mTotal wind force acting on column = 13.79 kNMoment at bottom of column (13.79 * (2.45+11/2)) = 109.66 kNm

1.25 KN/m11.00

2.45

DESIGN FOR BENDING:Factored Bending Moment = 153.53 KNmTotal Depth of C4/C8 = 700.00 mmWidth of C4/C8 = 300.00 mmClear cover to main reinforcement = 50.00 mm

Diameter of reinforcement bar = 20.00 mmEffective depth = 640.00 mm

= 1.25

% Steel = 0.369Area of steel = 708.10Provide 3 No. T20 (on each face of C4/C8)

DESIGN FOR SHEAR / TATERAL TIES:Maximum Shear force due to wind = 13.79 kNDesign Shear force = 19.31kNDesign shear stress = 0.10

= 0.45Providing T8 - 2 - legged stirrups,

Spacing of links should not exceed the minimum of the following:= 480.00 mm= 192.00 mm

Provide T8 - stirrups at 175 c/c.

SIDE FACE REINFORCEMENT:= 200.00 mm

The minimum diameter of bars in side faces of beams to control cracking as per clause No. 3.12.5.4 of BS 8110 Part-1 is = 11.42 mmProvide 2 -T16 on each face

7.4 COLUMN C5 & C6:Axial load is taken from load establishment on piles P30/P41, Page 31 of Part-1 of this document.As the difference in axial load on columns C5 & C6 is less, Column subjected to maximum load and moment is designed.

i) Dead + Live Load Combination:Axial load on the column due to dead load (From Page 8 of Part-1 pile layout design document, 925.26+col = 967.11 kNAxial load on the column due to live load = 675.14 kNDesign Axial load on Column = 2434.18kN

Mu/bd ² N/mm 2

From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

mm 2

N/mm 2

Concrete shear stress (From table 3.8 of BS-8110 part-1 for % steel of 0.38 & grade of conrete M35) v c N/mm 2

Spacing of shear reinforcement as per 0.75 times effective depth( 3.4.5.5 of BS 8110 Part-1 )Spacing of shear reinforcement as per 12 times diameter of longitudinal bar( 3.12.7.1 of BS 8110 Prt-1 )

Consider spacing of the bars in side face reinforcement ( Clause 3.12.11.2.6 of BS 8110 Part-1 )

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 110.35 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column (11.00, from top of wall W3/W4 to top of column ) = 11.00 mEffective length of column = 16.50 mWidth of column = 300.00 mmDepth of column = 700.00 mmSlenderness ratio for column = 23.57As the le/d exceeds 20 and column bends about major axis, column should be designed as a

Calculation of Moment about major axis due to Slenderness:

= 473.36k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 473.36 kNmCalculation of Moment about minor axis due to Slenderness:Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 583.71kNm

= 11.59= 3.97

100Asc/bD = 1.449

= 3042.42Provide 8 - T25Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T16 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T8 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.ii) Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column = 4.35 mWind load for metre height of wall = 2.48 kN/mTotal wind force acting on column = 27.27 kNInitial Moment at bottom of column (22.27 * (2.45+11/2)) = 216.83 kNmAxial load on the column due to dead load = 967.11 kNAxial load on the column due to live load = 675.14 kNDesign Axial load on Column = 1970.70kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 94.27 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partially

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

biaxially bent, with zero initial moment about the minor axis.( 3.8.3.4 of BS 8110 Part-1 )

As per Clause 39.7 of IS 456:2000Max = (P uD/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

Area of steel Asc mm

2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

restrained against roatation but not held in position1.50

Actual length of the column = 12.25 mEffective length of column = 18.38 mWidth of column = 300.00 mmDepth of column = 700.00 mmSlenderness ratio for column = 26.25As the le/d exceeds 20 and column bends about major axis, column should be designed as a

Calculation of Moment about major axis due to Slenderness:

= 475.28k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 475.28 kNmCalculation of Moment about minor axis due to Slenderness:Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 735.48kNm

= 9.38= 5.00

100Asc/bD = 2.163= 4542.91

Provide 6 No. T32 + 4 - T16Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T16 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T10 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.

Effective length factor from table 28 of IS 456:2000 is,

biaxially bent, with zero initial moment about the minor axis.( 3.8.3.4 of BS 8110 Part-1 )

As per Clause 39.7 of IS 456:2000Max = (P u D/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

Area of steel A sc mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

7.5 COLUMN C7 :i) Dead + Live Load Combination:Axial load on the column due to dead load = 375.04 kNAxial load on the column due to live load = 186.94 kNDesign Axial load on Column = 824.16 kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 41.40 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column = 13.45 m

Effective length of column = 20.18 mWidth of column = 300.00 mmDepth of column = 700.00 mmSlenderness ratio for column = 28.82Calculation of Moment about major axis due to Slenderness:

= 239.61k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 239.61 kNmCalculation of Moment about minor axis due to Slenderness:Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 281.01kNm

= 3.92= 1.91

100Asc/bD = 0.587= 1232.53

Provide 6 No. T16.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T8 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.ii) Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column = 2.75 mWind load for metre height of wall = 1.57 kN/mTotal wind force acting on column = 17.24 kNInitial Moment at bottom of column (17.24 * (2.45+11/2)) = 137.08 kNmAxial load on the column due to dead load = 375.04 kN

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

As per Clause 39.7 of IS 456:2000Max = (P u D/2000)*{l ex /D}²

Max

Pu/bDMu/bd ²

From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

Area of steel A sc mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

Axial load on the column due to live load = 186.94 kNDesign Axial load on Column = 674.38kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 33.88 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column = 13.45 mEffective length of column = 20.18 mProviding 300x600 mm columnWidth of column = 300.00 mmDepth of column = 700.00 mm

Slenderness ratio for column = 28.82Calculation of Moment about major axis due to Slenderness:

= 196.07k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 196.07 kNmCalculation of Moment about minor axis due to Slenderness:Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness momentabout minor axis are zero we can design column as a uniaxially bent column.Design Moment about major axis = 360.56kNm

= 3.21= 2.45

100Asc/bD = 0.781= 1639.93

Provide 6 No. T20.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T8 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.

7.6 COLUMN C9 :i)Dead + Live Load Combination:Axial load on the column due to dead load(908.54+0.3*0.3*12.3*25) = 936.22 kNAxial load on the column due to live load(No live load as column is starting from +4.00 m.level) = 413.14kNDesign Axial load on Column = 1971.73kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase 3.8.2.4 of BS 8110 Part-1 = 82.81 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partially

restrained against roatation but not held in position1.50

Actual length of the column (11.00, from top of PB3 to top of column) = 11.00 mEffective length of column = 16.50 m

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

As per Clause 39.7 of IS 456:2000Max = (P uD/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

Area of steel A sc mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

Width of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50Calculation of Moment about major axis due to Slenderness:

= 447.34k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 447.34 kNmDesign Moment about major axis = 530.15 kNm

= 10.95= 4.91

100Asc/bD = 2.075Area of steel Asc = 3734.98Provide 10-T25Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross sect ion of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T8 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.

ii)Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of column contributing wind load to column = 2.78 mWind load for metre height of wall = 1.58 kN/mTotal wind force acting on column = 17.43 kNInitial Moment at bottom of column = 118.53kNmAxial load on the column due to dead load = 936.22 kNAxial load on the column due to live load = 413.14 kNDesign Axial load on Column = 1619.23kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20))as per cluase25.4 and 39.2 of IS 456:2000 = 68.01 kNm

As the column is monolithic with wall for its full height, and at bottom it need not be designed

as a cantilever column.

Cond.: Effectively held in position and restrained against rotation in one end, and the other partiallyrestrained against roatation but not held in position

1.50Actual length of the column = 11.00 mEffective length of column = 16.50 mProviding 300x600 mm columnWidth of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50

As per Clause 39.7 of IS 456:2000Max = (P uD/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000

Effective length factor from table 28 of IS 456:2000 is,

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

Calculation of Moment about major axis due to Slenderness:

= 367.36k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 367.36 kNmDesign Moment about major axis = 509.60 kNm

= 9.00= 4.72

100Asc/bD = 1.919Area of steel Asc = 3453.38Provide 6 No. T32.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 0.2%(on each face) of cross section of column on other two faces of clolumn.Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:

than one quarter of the diameter of largest compression bar or 6 mm whichever is more.Provide T10 lateral ties.

Spacing of bars should not exceed least of the following:i) Least lateral dimension = 300.00mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.

7.7 COLUMN C10This Column is starting from top of FRW2 i.e., +4.00 m level.Vertical loads from FRW1, and base slabs will not transfer to clumn as these are directly resting on pile cap.

Wind load Calculations:Height for which wind is acting = 7.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column (5.5+6.4)/2) = 5.95 mWind load for metre height of wall = 3.39 kN/mTotal wind force acting on column = 23.74 kNMoment at bottom of column (37.31 * (7/2)) = 83.09 kNm

3.39 KN/m7.00

DESIGN FOR BENDING:Factored Bending Moment = 116.33 KNmTotal Depth of C10 = 600.00 mmWidth of C10 = 300.00 mmClear cover to main reinforcement = 50.00 mmDiameter of reinforcement bar = 20.00 mmEffective depth = 540.00 mm

= 1.33

As per Clause 39.7 of IS 456:2000Max = (P u D/2000)*{l ex /D}²

Max

P u/bDMu/bd ²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

mm 2

mm 2

As per clause 26.5.3.2.c.2 of IS 456:2000 , the diameter of the lateral bar should not be less

Mu/bd ² N/mm 2

From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000

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InfoMile SolutionsRev Designed by Checked by Date Page of

DOC TITLE: TRANSFORMER YARD 0 Area

DESIGN OF FOUNDATIONS,PITS AND FIREWALLS

DOC. NO: CGPR1-100-5-022 Dept CIVIL

PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT

% Steel = 0.394Area of steel = 638.76Provide 3 No. T16 (on each face)

DESIGN FOR SHEAR / TATERAL TIES:Maximum Shear force due to wind = 23.74 kNDesign Shear force = 33.24kNDesign shear stress = 0.21

= 0.44Providing T8 - 2 - legged stirrups,Spacing of links should not exceed the minimum of the following:As per min. shear clause 26.5.1.6 = 302.32 mm

= 405.00 mm= 300.00 mm

= 256.00 mmProvide T8 - stirrups at 200 c/c.

SIDE FACE REINFORCEMENT:300.00 mm

The minimum diameter of bars in side faces of beams to control cracking as per clause No. 26.5.3.1.d of IS 456:2000 is = 12.00 mmProvide 2 -T16 on each face

mm 2

N/mm 2

Concrete shear stress (From Table 19 of IS 456:2000 for % steel of 0.394 & grade of conrete M25) v c N/mm 2

Asv /bS v >= 0.4/0.87*f y

Spacing of shear reinforcement as per 0.75 times effective depth( 26.5.1.5 of IS 456:2000 )Spacing of shear reinforcement as per 300mm( 26.5.1.5 of IS 456:2000 )

As per 16 times diameter of longitudinal bar( 26.5.3.2.c.1 of IS IS 456:2000 )

Consider spacing of the bars in side face reinforcement ( Clause 26.5.1.3 of IS 456:2000 ) shall not exceed

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Infomile SolutionsPROJECTDOC TITLE:

DOC. NO:

25415

Clear Cover C 40

DESIGN OF COLUMNS (UNBRACED)

Member information oads from analysi Initial Moments Slenderness Mom

Column b D Reinforceme ef. k

mm mm m m m m kN kN-m kN-m kN-m kN-mC1 400 600 16 32 5 ### 5.00 ### ### 4.5 ### ### 499.4 200.0 450.0 200.0 450.0 1 ### ###

b=Breadth of column X- Major Axis k=Multiplication factor as per CL.39

D=Depth of column Y-Minor Axisef= Effective length Factor Y

Miy=Initial moment due to min.eccen.about h

X

b

Grade of concrete F ck

Grade of steel F y

EndCond. lox lex lex /D l oy ley ley /b P u Mux Muy M ix M iy M ax kM ax

Dia min Dia max

ley /b=Slenderness Ratio about Y Axis

P u =Axial Load M y M ax =Slenderness MomentM ux =Moment due to Design ultimate loads about X Axis kM ax =Deflection of colum

lox = Clear height between end restraint M uy =Moment due to Design ultimate loads about Y Axis M ay =Slenderness Moment

lex =Effective length of the column abou Mi x=Initial moment due to min.eccen.about X Axis kM ay =Deflection of colum

lex /D=Slenderness Ratio about X Axis M x M addx =Moment about X aloy = Clear height between end restraint Dia min =Min. Diameter M addy =Moment about Y a

ley =Effective length of the column abou Dia max =Max. Diameter